DIN VDE 0210_1985-OCR

DEUTSCHE NORM

DIN VDE 0210

December 1985

Planning and Design of Overhead Power

Lines with Rated Voltages above 1 kV

/

-,£5.17:621.3.027.4:001.4 -· . DEUTSCHE NORM

Planning and Design of Overhead Power

Lines with Rated Voltages above 1 kV

December 1985

DIN

VDE 0210

This standard that is approved by the Managing Committee of the Association of German Electrical Engineers (VDE e.V.) is thus also a VDE Specification within the meaning of VDE 0022. It has been incorporated into the VDE Specifications Series under the above-mentioned number and has been notified in the Elektrotechnische Zeitschrift (etz).

This· standard supersedes VDE 0210/5.69

No relevant· regional or international standards exist

concerning the scope of this standard. The contents of the standard was published in the draft DIN 57210/VDE 0210/4.83.

Commencement of validity

This standard (VDE Specification) applies as of lst December 1985. Contents 1 Scope 2 Definitions 3 General requirements 4 _conductors 5 Conductor accessories

6 Insulators, insulator sets

7 Accessories for insulator sets and

other conductor attachments

8 Towers

9 Foundations

10 Earthing

11 Clearances within t~e overhead power

line

12 Clearances in rural areas '

13 Clearances and specifications for line

design in the proximity of building installations and traffic routes

14 Special specifications for crossings

and approaches

Appendix A: Galvanizing of towers and other components

Quoted standards and other .documents Previous editions Amendments Comments Page 2 2 5 5 12 13 14 16 43 62 62 64 66 78 79 81 87 87 88 Continuation page 2 to 99

German Electrotechnical Commission within DIN and VDE (DKE) '

Page 2 DIN VDE 0210

PLANNING AND DESIGN OF OVERHEAD POWER LINES WITH RATED VOLTAGES ABOVE 1 KV

1. SCOPE

This standard applies to planning and design of overhead power

lines with rated voltages above l kV.

It also applies to telecommunication cables installed on supports of overhead power lines.

2. DEFINITIONS 2.1 Overhead line

The term overhead line includes the entire installation for

transmission and ·distribution of electrical power above ground,

consisting of supports and line components. Supports comprise

towers, their foundations and earthing. Line components comprise

overhead conductors and insulators together with their

accesso-ries.

2.2 Towers and poles

Towers or poles are parts of the support~. Towers include the

to-wer body, earthwire peak(s) and crossarm(s). According to Clauses 2.2.1 to 2.2.7 they serve for following purposes.

2.2.1 Suspension tower supports the conductors

line.

in a straight

2.2.2 Angle suspension tower serves as suspension support for

the conductors where the line changes direction

2.2.3 Angle tower carries the resulting conductor tensile forces

where the line changes direction.

2.2.4 Section tower and angle section tower carry the conductor

ter.sile forces in line direction or in the resultant direction,

respectively, and serve additionally as rigid points in the

line.

2.2.5 Terminal tower forces on one side.

carries the total conductor tensile

2.2.6 Special tower serves for one or several of tioned purposes.

the above

men-2.2.7 Guyed tower is additionally provided with staywires in

order to stabilise the tower body.

2.2.8 Net working force of a tower or pole is the permissible

to-tal horizontal force at the tower top after deduction of a force

equivalent to the wind load on the tower structure in terms

of

the tower top.

2.2.9 Uplift or downward forces are represented by the components

of the conductor tensile forces due to differing heights of the

suspension points. They act against or in direction of the

DIN VDE 0210 Page 3 2.2.10 Additional load allows for the loading of conductors

_,

insulators and warning markers by glaze, rime or snow. It may be assumed that the additional load is equally distributed along each span. (Internationally additional load is usually referred to as ice load).

2.2.11 Span length is the horizontal distance between two adja-cent supports. (When determining the horizontal distance of the fixing points of a conductor the angle of the 6rossarm to the line must be considered accordingly).

2.2.12 Wind span of a tower is the arithmetic mean value of the lengths of the two adjacent spans.

2.2.13 Tower eq~ipment summarizes part of the tower structure or of accessories are in this category. 2.3 Foundations

all components which are not the conductors. Insulators and

Foundations are parts of the supports and fulfil the task of transferring the structural loads from the tower to the sub~oil, and, at the same time, protecting the tower against critical movements of the subsoil.

2.3.1 Compact foundation accommodates the tower body within one single foundation.

2.3.2 Separate footing foundation provides individual foundations for each leg member of the tower.

2.3.3 Working load of a foundation is the load transferred from the tower-to the foundation for a given loading case.

2.).4 Failing load of a foundation is the load under which the foundation fails. The failure is defined by inadmissible large foundation movements and occurs in the transition range between stable and unstable state of equilibrium.

2.4 Conductors

Conductors are the bare or covered, insulated or earthed cables strung between the supports of an overhead line irrespective of whether they are alive or not.

2.4.1 Bundle conductor is an arrangement of two or more subcon-ductors used instead of a single conductor and kept at approxi-mately constant spacing over their entire length.

2.4.2 Failing load of a conductor failure strength according

48204 and DIN 48206.

is to

0,95 times the theoretical standards DIN 48201, DIN

2.4.3 Unit deadweight force related to the cross-section (QLK) is the force of the deadweight of 1 m of conductor per mmz of cross-sectional area.

2.4.4 Nominal cross-section of a conductor is the cross-sectional parameter used for the designation of the conductor.

Page 4 DIN VDE 0210

2.4.5 Actual cross-section of a conductor is the cross-section of metal resulting from the conductor design without considering to-lerances due to manufacturing.

2.4.6 Tensile stress of a conductor

which results from the division of

by the actual cross-section.

is the theoretical value

the conductor tensile force

2.4.7 Maximum working tensile stress is the horizontal component

of the selected maximum conductor tensile stress which occurs

under the conditions of installation and the specified loading

assumptions.

2.4.8 Permissible maximum working tensile stress accordfhg to

Table

3

Col~mn

6

is the horizontal component of the conductor

tensile stress.

2.4.9 Long-term tensile stress is the tensile stress which a con-ductor can withstand for one year without failing.

2.4.10 Everyday stress is the horizontal component of the

con-ductor tensile stress which occurs at the annual mean temperature (normally +lO"C) without wind load.

2.4.11 Maximum working tensile force of a conductor is the

pro-duct of actual cross-section and maximum working tensile stress.

2.4.12 Conductor temperature is the temperature of a conductor

due to ambient temperature, wind and electrical load current.

2.4.13 Sag of a conductor is the vertical distance between the

conductor and the alignment of the conductor suspension points

(suspension sets) or attachment points (tension sets) at the

supp9rts.

2.5 Insulators

Insulators serve as insulation of live conductors against earth

or other live components. The definitions for insulators are

given in DIN VDE 0441 Part 2 and DIN VDE 0446 Part 1.

2.5.1 Multiple insulator set is an arrangement of several

insu-lator strings.

2.5.2 Routine test load of an insulator is

which every insulator shall be subjected

conditions specified in DIN VDE 0446 Part 1.

2.6 Accessories

the static force to

according to the

Accessories serve for the mechanical attachment, the electrical

connection and the protection of conductors and insulators.

The definitions for fittings, accessories for conductors and

accessories for insulator sets and for other conductor

DIN VDE 0210 Page 5 2.6.1 Accessories for conductors are components which are directly connected to the conductor and serve tQ terminate, to suspend and to joint the conductors. Vibration protection fittings and bundle spacers are also in this category.

2.6.2 Accessories for insulator sets and other conductor attach-ments are components which serve to connect the tension or sus-pension components (accessories for conductors) with the sup-ports. In case of insulator sets the components to connect in-sulators are also in this category. The insulators, however, are excluded.

Usually, these are all components mechanically loaded by the conductor tensile force or the conductor deadweight and arranged between the assembly of the tension or suspension clamp and the ~irst detachable part at the support, for example the jointing pin or the U-bolt, the insulators excepted. Arcing and corona protection fittings are also included.

2.7

Layout of an overhead line

2.7.1

Section is the part of an overhead line situated between two adjacent ~ection supports.

2.7.2 Span is the part of an overhead line situated between two adjacent supports.

2.7.3

Crossing span is the part of an overhead line over or under a crossed installation situated between two adjacent supports. 2.7.4 Clearances according to Clauses 11, 12 and 13 are minimum clearances and shall not be infringed under conditions of maximum sag at the selected conductor temperature according to Clauses 4.3.1 and 4.3.2, respectively.

3.

GENERAL REQUIREMENTS

All components of an overhead line shall be selected, designed and installed in such a manner that they perform reliably during operation under the climatic conditions to be regularly expected, under the maximum operating voltage, under the effects of the electrical load current and under the short circuit loadings to be expected. If necessary the influence of atmospheric and switching overvoltages shall be taken into consideration.

These requirements installed according DIN VDE 0105 4. CONDUCTORS 4.1 Rating Part 4.1.1 Thermal rating

are met if an overhead line is designed and to the following stipulations.

1 applies to operation and maintenance.

Material and cross-section Of a conductor shall be selected such that the conductor will not reach a temperature which would lead to an inadmissible reduction of its mechanical strength while being subjected to the maximum electrical load current

Page 6 DIN VDE 0210 taking circuit account load of ambient conditions condition to be expected.

or of the maximum short

The standards of contain data for conductors.

the series DIN 48201, DIN 48204 and DIN 48206 the current-carrying capacity of standardized

DIN VDE 0103 applies to the mechanical and thermal short circuit strength. Departing from this specification the permissible con-conductor temperatures shall be limited to the values given in Table 1.

Table 1. Permissible conductor temperature in case of short-cir-cuit loading

Type of

.

Material Permissible conductor

conductor temperature

·c

at short circuit Homogeneous Copper 170 conductors AAC 130 AAAC 160 Steel 200 Reinforced ACSR 160 .. conductors AACSR 160 4.1.2 Mechanical rating

4.1.2.1 Loading according to maximum working tensile stress

At a temperature of -5"C with the normal additional load according to Clause 8.1.1.2 and

at -20"C without additional or wind loads and at +5"C and wind load according to Clause 8.1.2.1

~the horizontal component of the conductor tensile stress shall not exceed the permissible maximum working tensile stress according to Table 3 Column 6.

Additionally, under these conditions the conductor tensile stress at the support positions may exceed the permissible maximum working tensile stress by not more than 5

%.

In case of approximately level spans a check is not necessary if the sag according to Clause 4.3 does not exceed approximately 4

%

of the span length.

At -5"C with the increased additional load ace. to Clause 8.1.1.2 and

at -5"C with the normal additional load combined with wind load ace. to Clause 8.2.1.3 and

at -5"C with the increased additional load combined with wind load ace. to Clause 8.2.1.3

the permissible maximum working tensile stress ace. to Table 3 -Column 6 need not be adhered to, however, the specifications related to the long-term tensile stress ace. to Clause 4.1.2.2 shall be met.

DIN VDE 0210 Page 7 - For selfsupporting metal-reinforced telecommunication aerial cables the permissible maximum working tensile stress shall be selected with regard to Table

3

Column 6 taking account of material and design of the supporting reinforcement.

4.1.2.2 Loading according to long-term tensile stress

At -5"C with three times the normal or twice the increased additional load ace. to Clause 8.1.1.2 or

at -5"C with the normal additional load combined with wind load ace. to Clause 8.2.1.3 or

at -5"C with the increased additional load combined with wind load ace. to Clause 8.2.1.3

the conductor tensile stress at the support positions shall not exceed the loqg-term tensile stress ace. to Table

3

Column 8 whereby the higher value of stress will apply.

_ For selfsupporting metal-reinforced telecommunication aerial cables the long-term tensile stress shall be selected related to Table

3

Column 8 taking care of material and design of the supporting reinforcement.

4.1.2.3 Loading according to everyday stress At the annual mean temperature, which

normally, the horizontal component stress without wind load should not - ace. to Table 3 Column

~c:--can be assumed to be +lO"C of the conductor tensile exceed the everyday stress

Depending on the design of the suspension fittings and on the efficiency of the vibration protection the horizontal component of the conductor tensile stress may exceed the everyday stress ace. to Table 3 Column 7 by up to 3..2J_tn individual cases.

In case of selfsupporting metal-reinforced telecommunication aerial cables the everyday stress shall be selected in relation to Table 3 Column~, depending on material and design of the supporting reinforcement.

4.1.2.4 Stress due to aeolian vibrations

Conductors are excited to vibration by laminar windflows which may lead to damag~ by failures of individual strands and, eventually, of the whole conductor. Occurrence and intensity of the vibration to be expected depend on the material, design and cross-section of the conductor, on the magnitude of the everyday stress, on the local wind and terrain conditions, on the design of the suspension arrangements and on the fittings used as well as on the span length and on the height of the conductors above gr·ound level.

When selecting the everyday stress ace. to Clause 4.1.2.3 there will be only a small risk of vibration failure of reinforced conductors made of aluminium and steel as well as in case of homogeneous conductors made of copper, of steel, of copper wrought alloys or of aluminium clad steel, assuming

Page 8 DIN VDE 0210

favourable environmental conditions and a suitable design of the suspension arrangements. In case of lines susceptible to vibration possible damage can be effectively counteracted by provision of vibration protection fittings.

Conductors with a small proportion of steel, homogeneous conductors made of aluminium or aluminium alloy and reinforced conductors made of aluminium alloy and steel, conductors with diameters larger than 25 mm as well as conductors in spans longer than 500 mare more susceptible to vibration.

If an increased susceptibility to vibration has to be assumed or has been observed the design of the suspension set and of the damping devices shall be suitably selected in order to guarantee an effective protection of the conductors.

4.2 Conductor make up 4.2.1 Materials

The materials for standardized conductors are specified by the relevant DIN standards.

Where non-standardized conductors are made up by materials the mechanical and electrical characteristics of which correspond to Table 3 and to the DIN standards, a proof of their qualification is not necessary.

Where materials are used which deviate from the mechanical and electrical data given in Table 3 and the DIN standards their characteristics and their qualification for the individual case of application shall be proved.

4.2.2 Properties

The properties and dimensions of standard conductors are speci-fied in standards of the series DIN 48200, DIN 48201, DIN 48203 as well as in DIN 48204 and DIN 48206.

For non-standard conductors the properties and suitability for the individual case of application shall be approved. This also applies to self-supporting reinforced telecommunication aerial cables ace. to DIN VDE 0818.

4.2.3 Minimum cross-sections Table 2. Minimum cross-sections

Material

ACSR ace. to DIN 48204

AAC ace. to DIN 48201 Part 5 AACSR ace. to DIN 48206

AAAC ace. to DIN 48201 Part 6 Copper ace. to DIN 48201 Part 1 Copper wrought alloy ace.

to DIN 48201 Part 2

Steel ace. to DIN 48201 Part 3 Aluminium clad steel ace.

to DIN 48201 Part 8

Single-wire conductors shall not be used. 4.2.4 Tests

DIN VDE 0210 Page 9

Nominal cross-section mm2 35/6 50 35/6 35 25 25 25 25

For testing · of conductors the standards of the series DIN 48203 are mandatory.

4.3 Sag

4.3.1 Maximum sag shall be the greater of the values resulting from a conductor temperature of

-s·c

with normal or increased additional load ace. to Clause 8.1.1.2 or from a conductor temperature of +40"C without additional load.

4.3.2 In case of overhead lines for which a high electric current is likely to occur in summer a higher conductor temperature, in excess of +40

·c,

shall be considered when evaluating the maximum sag.

4.3.3 If the sag is calculated using the specific characteristics of the conductor, the data shown in Table 3 apply for standard conductors. In case of non-standard conductors the unit dead-weight related to the cross-section expressed by the unit kg/(m*mm2

) will be converted to the unit weight force related to the cross-section (QLK) expressed by the unit N/(m*mm2

) by

multiplying by the factor 10. 4.3.4 During their life the elongation (creep) resulting time shall this increase of below the specified values.

conductors will suffer permanent in an increase of the sag. At no

Table 3. Composition, mechanical characteristics, permissible maximum working stress, everyday stress and ultimate long-term stress for standard conductors ace. to DIN 118201, DIN 48204 and DIN 48206

1 2 3 4 5 6 7 8

Conductor type and Cross- Stran- Unit dead- Coefficient Effective Permissible Everyday Ultimate rna terial sec- ding weight force of thermal modulus of maximum stress long-term

tional related to expansion Et elasticity working stress ratio cross-section -6 E stress QLK

(~)

(!2_) kN/mm2 _N/mm2 I m.mm K

_l

N/mm2 _N/mm2 ACSR ace. to

1,4 14/7 0,0491 15,0 110 ACSR AACSR ACSR AACSR ACSR AACSR

DIN '48204 111/19 240 270 90 104 401 464 and 1,7 12/7 0,0466 15,3 107 220 255 84 102 368 435 4,3 30/7 0,0375 17,8 82 140 190 57 69 240 328 AACSR (A1drey/ 6/1 19,2 81 Steel) ace. to 6,0 26/7 0,0350 18,9 77 120 175 56 67 208 300 DIN 48206, respectively 24/7 19,6 74 7,7 54/7 0,0336 19,3 70 llO 165 52 63 189 284 54/19 19,4 68 ·n,3 48/7 0,0320 20,5 62 95 155 44 53 165 265 14,5 115/7 0,0309 20,9 61 90 148 40 50 152 255 23,1 7217 0,0298 21,7 60 80

-

35

-

130

-AAC ace. to 7 60 DIN 48201 Part 5 19 0,0275 23,0 57 70 30 120 37 61 55 91 - - -

I

'U Ill ()q ro ... 0 tl H z < . t l [rJ 0 1\.) ... 0

Continued from Table

3.

1 2 3 4

'

Conductor type and Cross- Stran- Unit dead- Coefficient '

rna terial sec- ding weight force of thermal tional related to expansion Et

ratio cross-section

-6

QLK

(~)

(.!Q_)

m.mm K

AAAC (Aldrey) ace. 1

to,DIN 48201 19 Part 6 37 0,0275 23,0 61 91 Copper ace. to 7 DIN 48201 Part 1 19 37 61 0,0906 17,0 Copper wrought 7 alloy (Bronze I 19 • . • Bronze I II) 37 ace. to 61 DIN 48201 Part 2 Steel St I-St IV 7 ace. to 0,0792 11,0 DIN 48201 Part 3 19 Aluminium clad 7 steel ace. to 19 0' 0671 13,0 DIN 48201 Part 8

37

61 5 6

Effective Pennissi ble modulus of maximum elasticity working E stress kN/mm2 _N/mm2 60 57 140 55 113 105 175 100 113 I 235 105 Bz II 295 100 III 365 180 I 160 I I 280 175 St III lJ50 IV 550 159 567 157 L___~ 1 Everyday stress N/mm2 44

.

85 100 120 130 150 137 8 Ultimate long-term stress N/mm2 240 300 400 500 620 320 560 goo 1100 1112

J

0 :-i :z: <: 0 [<] 0 N t-' 0 '"0 Pl oq (I) t-' t-'

Page 12 DIN VDE 0210 5. CONDUCTOR ACCESSORIES 5.1 Rating

5.1.1 Thermal rating

Conductor accessories shall be selected in such a manner that they will not reach a higher temperature than the conductors themselves when the maximum permissible electrical load current flows and that the temperature rise will not lead to an inadmissible reduction of mechanical strength when subjected to maximum expected short circuit load.

5.1.2 Mechanical rating

5.1.2.1 Attachment of the conductors at pin-type insulators

Accessories serving for attachment of conductors at pin-type insulators shall be rated to withstand the conductor tensile forces which result from the loads on the conductor ace. to Clauses 8.1 and 8.2. Additionally they shall reliably sustain the conductors in case of unbalanced tensile forces ace. to Clause 8.2.2. This does not apply to acceBsories which due to their design should enable slipping of the conductors. If the continuous conductor (main conductor) is jointed on both sides of the pin-type insulator with an auxiliary conductor which itself is fixed to a second insulator the connection of both conductors may only be rated for the maximum working tensile force.

At angle positions the conductors shall be arranged such that the insulator is internal to the angle formed by the conductor.

5.1.2.2 Attachment of conductors at insulator sets

Deadend clamps shall sustain the conductor with 2,5 times the maximum working tensile force or with 85

%

of the conductor failing load, which ever be the lower value.

Suspension clamps shall be rated for 2,5 times the forces acting on the conductor ace. to Clause 8.1.

Additionally the suspension clamps shall reliably sustain the conductors in case of unbalanced tensile forces ace. to Clause 8.2.2. This does not apply to suspension clamps which are de-signed to enable the conductor to slip.

5.1.2.3 Conductor joints

Conductor joints loaded by tensile forces shall sustain the conductor with 2,5 times the maximum working tensile force or with 85

%

of the conductor failing load, which ever be the lower value.

DIN VDE 0210 Page 13 5.2 Materials, design and testing

Conductor accessories shall comply with the requirements according to

DIN VDE 0212 Part 50, DIN VDE 0212 Part 51, DIN VDE 0212 Part 52, DIN VDE 0212 Part 53 and DIN VDE 0212 Part 54.

6.

INSULATORS, INSULATOR SETS 6.1 Rating

6.1.1 Electrical rating

Insulators and insulator sets shall be rated such that they comply with the electric requirements according to DIN VDE 0111 Part l and DIN VDE 0111 Part 2. The insulation level shall be stipulated by the Operator of the overhead line.

6.1.2 Mechanical rating

The insulators and insulator sets shall be rated mechanically for the effective forces which result from the maximum loads ace. to Clauses 8.1 to 8.3.

Thereby, the rating factors specified below shall apply.

The failing load must be higher than or equal to the effective maximum force multiplied by the rating factor a

or ,

the rputine test load must be higher or equal to maximum force multiplied by the rating factor b. 6.1.2.1 Line post insulators and pin-type insulators

(type A and B)

the effective

Line post insulators and pin-type insulators may only be used at suspension poles or at angle suspension poles, however, not· at section poles. The rating factor a shall be equal to 2,5 related to the failing load.

6.1.2.2 Long-rod and solid core-type insulators (string

insulators type A) and open-air composite insulators The rating

The rating load.

factor a shall be 3,12 related to the failing load. factor b shall be 2,5 related to the routine test

6.1.2.3 Cap and pin-type insulators (string insulators type B) The rating factor a shall be 3,12 related to the electro-mechanical failing load or to the failing load. The rating factor b shall be 1,87 related to the routine test load.

Page 14 DIN VDE 0210

6.1.2.4 Multiple insulator sets

Multiple insulator sets comprise two or more insulator strings. The permissible loading of an insulator set comprising n strings may be taken at maximum as n-times the permissible loading of an individual insulator string.

It is assumed that the total load of a multiple insulator set is as far as possible equally distributed over the individual insu-lator strings.

In case of failure of an insulator string

a distribution of the total load as equally as possible over the remaining insulator strings shall be guaranteed,

the rating factors for the remaining tension loaded insulators may be reduced to 50

%

of the values specified in Clauses 6.1.2.2 and 6.1.2.3,

any expected dynamic forces and bending moments shall be duly counteracted.

6.2 Materials and design

Materials and design of insulators shall be selected such that they withstand atmospheric effects. For standard insulators the materials and design are specified in the DIN standards. In case of non-standard insulators their properties and their suitability for a given application shall be approved individually.

6.3 Testing · -~

/

DIN VDE 0441 Part 2 or DIN VDE 0446 Part 1 apply to testing in order to verify that the requirements are met.

1.

ACCESSORIES FOR INSULATOR SETS AND OTHER CONDUCTOR ATTACHMENTS 7.1 Rating

7.1.1 Thermal rating

The accessories for insulator sets and for other conductor attachments shall withstand the expected short-circuit loading. Under the maximum expected short-circuit loading they shall not reach a temperature which would lead to an inadmi~sible reduction of their mechanical strength.

7.1.2 Mechanical rating

7.1.2.1 Accessories for pin-type insulators

Accessories serving to attach the insulators at the poles shill be rated for at least 2,5. times the forces which result from the maximum loads ace. to Clauses 8.1 to 8.3.

DIN VDE 0210 Page 15 For s:andard insulator pins the permissible loadings stated in the DIN standards shall be met (see for example DIN 48044, DIN 48045). If pin-type insulators are fixed at angle poles made of wood a design of pins adopting through-bolts with washers on both sides shall be selected.

7.1.2.2 Accessories for insulator sets and other conductor attachments

The accessories shall be rated for the forces resulting from the

maximu~ loads according to Clauses

8.1

to

8.3

multiplied by the

releva~t rating factors according to Table 4.

The minimum failing loads of standard accessories are specified in the DIN standards. In addition, permissible working forces for turnbuckles are specified in DIN 48334. Turnbuckles shall not be loaded in bending.

Table 4. Rating factors for accessories of insulator sets and other conductor attachments

Material

Structural steel ace. to DIN 17100, heat-treatable steel ace. to DIN 17200, cast steel ace. to DIN 1681 Malleable cast iron ace. to DIN 1692

Spheroidal graphit cast iron ace. to DIN 1693 Part

'

Aluminium 'tlrought alloy ace. to DIN 1725 Part 1

/

Aluminium casting alloy ace. to DIN 1725 Part 2 *)

~

Copper-tin and copper-tin-zinc casting alloys ace. to DIN 1705

Copper wrought alloys low-alloyed ace. to DIN 1766 Copper-aluminium casting alloys

with

0

5 at least 12 % *) draft at present ace. to DIN 1714 1 Rating faC'tor 3,3 4,0

3,3

4,5 4,0

3,3

3' 3

For non-standard components it shall be proved that their failing loads comply with the specified requirements.

Acc~ssories for distribution of far as possible.

multiple insulator sets shall guarantee equal forces over the individual insulator strings as

In case of failing of an insulator string of a multiple insulator set

the rating factors of the remaining tensile loaded accessories of ·insulator strings may be reduced to 50

%

of the values specified in Table 4,

an e~ual distribution of the total load over the remaining in-sulator strings should be guaranteed as far as possible.

Page 16 DIN VDE 0210

7.2 Materials, design and testing Accessories for

shall comply with DIN VDE 0212 Part DIN VDE 0212 Part DIN VDE 0212 Part 8. TOWERS

insulator sets and other conductor attachments the requirements according to

50, 53 and

5 4 .

8.1 Loading assumptions

Towers shall be rated according to their function and to the appropriate loading cases described as follows.

8.1.1 Vertical loads 8.1.1.1 Permanent loads

The deadloads of towers, of the equipment and of the conductors resulting from the adjacent span lengths act as permanent loads. Upward and downward forces due to the conductor tensile forces shaJl re accordingly considered.

8.1.1.2 Additional loads

In case of conductors it is necessary to distinguish between normal and increased additional load. The normal additional load shall be taken as (5+0,l*d) N per l m conductor or subconductor length, where d is the conductor diameter in mm.

An increased additional load shall be allowed for if it occurs regularly. It depends on the terrain through which the line runs and may reach many times the normal additional load.

When the increased additional load ob~ervations of previous years and the special topographical and meteo-rological conditions of the area of the transmission line have to be considered.

stipulating

In case of insulators the normal additional load shall be taken as 50 N per 1 m length of insulator string.

For radar markers and aerial warning balls with aerodynamically favourable shape (for example sphere, double cone) the normal additional load shall be assumed in form of a 1 em thick layer of ice distributed over the total surface. In case of other shapes the ice load shall be assumed according to the geo-metrical form. The unit weight force of the ice shall be assumed as 0,0075 N/cm3

•

For towers no additional load needs to be assumed. 8.1.1.3 Erection and maintenance loads

The erection and maintenance loads of crossarms shall be taken as not less than 1,5 kN in case of suspension towers and angle ~uspension towers and 3 kN in case of all other tower types. In case o~ lattice steel structures these forces shall act at the

DIN VDE 0210 Page 17 individually most unfavourable nodes of the lower chords of one ~ crossarm face, and in all other cases in the axis of the crossarms at the attachment points of the conductors.

For all members which can be climbed and are inclined with an angle less than 30• to horizontal an erection and maintenance load of 1,5 kN acting vertically in the centre of a member shall be assumed, however, \-lithout any other loads.

In this case the conditions apply.

permissible stresses for exceptional loading

8.1.2 Horizontal loads 8.1.2.1 Wind load.

The wind direction shall be horizontal, the wind load in kN

shall act perpendicularly to the surface exposed to the wind. For ( rnductors or subconductors the wind load followc- as

IV= Ct if d L IV= Ctlfd(80+0.6L) where: in kN in kN ·· for spans up to 200 m for spans above 200m, cf aerodynamical drag coeffcient which depends on the shape and

type of surface of the structural component exposed to wind (see Table 6). To all not individually mentioned shapes the respective values ace. to DIN 1055 Part 4 shall apply.

q = v2

/l600 dynamic wind pressure in where v means the wind velocity in m/s A surface exposed to wind in m2

kN/m2 _{(see Table 5)}

(

d diameter of conductor or subconductor or diameter of the additional load assumed to be circularly shaped.

L span length in m. When analysing the towers the wind span shall be used.

Table 5. Specifications for the dynamic wind pressure

Height of the trans- Height of the campo- Dynamic wind pres-mission line above nents above ground sure q in kN/m2

ground Towers

Conduc-Cross arms tors

m m Insulators up to 20 up to 15 0,55 0,44 above 15 to 20 0 '7 0 0,53

.

I, 0 to 200 0 to 40 _...

_"·

0,70.~ 0,53 ' 0,68 ·., above 40 to 100 . . 0 '9 0 above 100 to 150 1,15 0' 8 6 above 150 to 200 1,25 0,95

Page 18 DIN VDE 0210

Table 6. Aerodynamical drag coefficient

Component

Aerodynam-ical drag coefficient c₁ Flat truss structures consisting of profiles

Square and rectangular lattice towers consisting of profiles

Flat truss structures consisting of tubes

Square and rectqngular lattice towers consisting of tubes

Tubular steel, reinforced concrete and wood poles with circular cross-section

Tubular steel and reinforced concrete poles with square and rectangular cross-section

/ l' 6 2,8 1,2 2,1 0,7 1' 4

Tubular steel and reinforced concrete poles with 1,0 hexagonal or octagonal cross-section

Double and A-shaped poles consisting of steel tubes, reinforced concrete and wood with

circular cross-section in the plane of the pole

part of the pole exposed to wind lee~ard part of the pole

for a < for a = for a > 2 d *) 2 dm _up t _{o a}

₌

6 d 6 dm m m

rectangular to the plane of the pole

0,7 0 0,35 0,7 for a< 2 d 0,8 m Conductors up to 12,5 mm diameter 1,2 Conductors above 12,5 up to 15.8 mm diameter 1,1 Conductors above 15,8 mm diameter 1,0 Conductor with other than circular cross-sections 1,3 Radar markers and aerial warning balls with 0,4 diameter between 300 mm and 1000 mm

*) a, d , ace. to DIN 48351 Part 1

m

DIN VDE 0210 Page 19 The wind load on the conductors shall be evaluated with regard to their height at their attachments.

In especially wind-prone areas an increased load according to the local conditions shall be considered.

8.1.2.2 Loading by conductor tensile forces

The conductor tensile forces shall be determined according to each individual loading case.

8.2 Loading cases for tower bodies

When analysing tower bodies the loads assigned to the individual loading cases in Table 7 shall be assumed as acting~simul­ taneously. For ~ach member the loading case shall be selected which produces the maximum loading.

If section towers balanced tensile considered.

are systematically subjected to permanent un-forces or to torsional loadings this shall be

If initially the circuits of towers are to be only partially in-stalled tr1en this shall be considered whPf"l analysing the towers. For tower types

cases shall be towers. which applied 8.2.1 Normal loading 8.2.1.1 General

are not included in Table

7

the loading according to the utilization of the

Here, the Table

7.

loading cases MN 1 to MN 5 apply as indicated in

In case of cross-section Hind need to the plane of neglected.

lattice towers with square or rectangular only the. surface of the lattice faces exposed to be considered. The wind pressure on lattice faces, which extends into the direction of wind, may be

8.2.1.2 Quartering wind

Quartering wind shall be considered for all towers. In case of square and rectangular tower structures the wind direction shall be assumed under an angle of 45" in terms of one tower face. The wind load acting on the tower may be substituted by its components perpendicularly to the tower faces exposed to the wind. These componentstshall be evaluated from the dynamic wind pressure, the aerodynamical drag coefficient increased by 10

%

and from the respective area exposed to wind multiplied by the cosine of the angle between the wind direction and the normal line to the tower face. Hence, the area of the members within the tower face shall be taken into account as area exposed to the wind. Simultaneously, 8D

%

of the wind load on the conductors ace. to loading case MN 2 shall be assumed in direction

Page 20 DIN VDE 0210

of the axis of crossarms. The 'q_ther forces simultaneously in case of a quartering wind from loading case MN 4 of Table 7.

8.2.1.3 Wind on ice-covered conductors

to be assumed shall be taken

For all towers, excepted suspensions towers with a height of the conductor attachments up to 15 m, the wind action on ice-covered conductors shall also be assumed, allowing by 50

%

of the wind load ace. to Clause 8.1.2.1 on towers, on equipment and on conductors covered with normal or increased additional load ace. to Clause 8.1.1.2. The unit weight force of the ice may be taken as 0,0075 N/cm3

, and the aerodynamic drag coefficient as l,fi. 8.2.2 Exceptional loading

Here the loading cases MA 1 and MA 2 given in Table 7 apply. All towers with the exception of single-, double- and A-shaped poles '.made of wo1r0 shall be designed for a random reduction of one or several conductor tensile forces which will create bending and/or torsion.

In detail the following assumptions apply as appropriate. 8.2.2.1 General

In the loading case MA 1 the tensile force of one conductor shall be assumed to be reduced on one side ace. to Clauses 8.2.2.2 or 8.2.2.3 if up to two three-phase AC circuits are installed ·an the towers. If more than two three-phase AC circuits are in-stalled on the towers, half of the loading ace. to Clauses 8.2.2.2 or 8.2.2.3 shall be considered additionally for the third and the fourth as well as for the fifth and the sixth circuits. The position of the unbalanced conductor tensile forces acting in the same direction shall be assumed in such a manner that the most unfavourable loadings occur in the individual members. Independently

reduction of

of the arrangement of the circuits the tensile force of one conductor considered for one crossarm.

only the has to be

In case of DC and monophase AC circuits provisions shall be made analogously in respect of the number of conductors.

8.2.2.2 Suspension and angle suspensions towers Loading case MA l

The tensile force of one conductor at normal or increased addi-tional load shall be assumed reduced by 50

%

on one side in case of single conductors. In case of bundled conductors the tensile force shall be assumed reduced by 35

%

on one side in case of lengths of insulator sets up to 2,5 m and by 25

%

in case of lengths of insulator sets above 2,5 m. In case of earth wires a reduction of 65

%

shall be assumed.

Table

7.

Loading cases of tower bodies

To1-1er type Normal loading (MN) ace. to Clause 8.2.1

Suspension toVJers Angle sus-pension toVJers and angle toHers Continuation see Page 22 Loading case MN 1 Permanent loads, addi-tional loads Hind load on toHer and equipment in direction of the axis of crossarm r-5~

(__,

Permanent loads, addi-tional loads Wind load on toHer and eq~ipment in direction of the axis of crossarm Loading case MN 2 Permanent loads Hind load on toHer, equip-ment and con-due tors in direction of the axis of crossarm

s·

-1·

(__.

Permanent loads Hind load on toHer, equip-ment and con-ductors in direction of the axis of crossarm Loading case MN 3 Permanent loads Hind load on toHer and equipment rectangular-ly to the axis of crossarm f' "

-\· _) c

Permanent loads

v!

in d load on tm-1er, equip-ment and con-ductors rec-tangularly to the axis of cros:;arm Loading case MN

4

Permanent loads Quatering Hind load on toHer, equip-ment and con-due tors ace. to Clause 8.2.1.2

+-5'c_

Permanent loads Loading case MN 5 Permanent loads, addi-tional loads· Hind load in direction of the axis of crossarm on toHer, equip-ment and con-ductors Hith additional load ace. to Clause 8.2.1.3 :::

--S,c

-1

v.;

Permanent loads, addi-tional loads Quartering Wind load in Hind load on direction of toHer, equip- the axis of ment and con- crossarm on ductors ace. toHer, equip-to Clause ment and

con-8.2.1.2 ductors with

additional load ace. to Clause 8.2.1.3

Exceptional loading (MA) ace. to Clause 8.2.2 Loading case

MA 1

Loading case MA 2 Permanent loads, additional loads

Conductor tensile forces ace. to Clause 8.2.2.2 Permanent loads, additional loads C! H z < 0 (l1 0 N t-' 0 'U n> OQ (J) {\) t-'

Continued from Table

7.

ToHer type Angle sus-pension towers and angle toHers (cont.) Section towers and angle section toHers ~ ... ; \ Loading case MN 1 Conductor tensile forces re-sulting from addi-tional loads see angle suspension towers and angle toHers

Normal loading 01N) ace. to Clause 8.2.1

Loading case MN 2 Conductor tensile forces at +5·c and wind load see angle suspension towers and angle towers Loading case MN 3 Conductor tensile forces at +5·c and wind load Permanent loads additional loads Hind loads on to1-1er and equipment in direction of the axis of crossarm Tv:o thirds of the higher conductor ten-sile forces at one side re-sulting from additional loads. These forces act in the centre of the toHer

Loading casejLoading case

MN 4 MN 5

Conductor Conductor ten-tensile s i l e forces . forces at resulting from

+5·c and additional wind load load and wind

load ace. to Clause 8.2.1.3 see angle see angle suspension suspension tov1ers and toHers and angle toviers angle towers

Exceptional loading (~~) ace. to Clause 8.2.2 Loading case MA 1 Loading case MA 2 Conductor tensile forces at angle suspension toHers ace. to Clause 8.2.2.2, at angle towers

ace. to Clause 8.2.2.3

I

Permanent loads, additional loads

Conductor tensile forces ace. to Clause 8.2.2.3 '"0 ~ OQ (]) N N 0 H z < 0 [T] 0 N 1-' 0

Continued from Table 7. ToHer type Terminal t01-1ers Loading case MN l Permanent loads, addi-tional loads Wind load on tower and equipment in direction of the axis of crossarm Conductor tensile forces at one side of all con-ductors re-sulting from additional loads

Normal loading (t'lN) ace. to Clause 8.2.1

Loading case t1N 2 Loading base MN 3 Permanent loads additional loads \-lind load on tO\·ler and equipment rectangular-ly to the axis of c r·ossar·m Conductor tensile forces at one side of all con-ducLors rc-su] tinr; from additional lOilClS Loading case MN 4 Permanent loads Qua tering Hind load on tovrer, equipment and con-ductors Conductor tensile forces at one side of all con-ductors at +5°C and Hind load Loading case MN 5 Permanent loads, addi-tional loads Hind load in direction of the axis of crossarm on tovrer, equip-ment and con-ductors vJith additional load ace. to Clause 8.2.1.3 Conductor tensile forces at one side of all con-ductors from ad di-tional load and wind load ace. to

I

Clause 8.2.1.3

Exceptional loading (MA)

ace. to Clause 8.2.2 Loading case

MA l

Loading case

MA 2

Permanent loads, additional loads

Conductor tensile forces at one side ace. to Clause 8.2.2.3 CJ H z < 0 trJ 0 I'J I-' 0 "0 Pl aq CD I'J w

Page 24 DIN VDE 0210

loading of towers is prevented or recuced by suitable measures (such as release clamps, rotating crossarms _l If the torsional

stays etc.) the effect achieved of such measures may be taken into consideration.

Loading case MA 2

The tensile force of all conductors shall be assumed to be reduced by 20

%

on one side in case of pin-type insulators and suspension towers with lengths of insulator sets up to 2,5 m and by 15

%

in case of suspension towers and lengths of insulator sets above 2,5 m. For earth wires a reduction of 40

%

shall be assumed.

8.2.2.3 Angle towers, section towers and terminal towers Loading case MA

r

The tensile fore~ of one conductor with normal or increased addi-tional load shall be assumed to be reduced on one side by 100%. Loading case MA 2

The tensile forces of all conductors reduced by 40

%

on one side.

shall be assumed to be

8.3 Loading cases for crossarms and earthwire peaks

When analysing the crossarms and earthwire peaks the loads assigned to the individual loading cases in Table 8 shall be

assumed as simultaneously acting. For each structural component the loading case shall be selected which produces the maximum loading.

In case of crossarms which systematically forces those forces In case of crossarms be installed partially analysing the crossarm.

and earthwire peaks experience permanent shall be considered. of section to~ers unb2lanced tensile the conductors this situation

of which will initially shall be considered when

For crossarms of tower types which are not included in Table 8 the loading cases shall be assumed according to the utilization of the towers.

8.3.1 Normal loading

In this case the loading cases QN 1 to QN 3 apply as indicated in Table 8.

8.3.2 Exceptional loading Here the

Table 8.

loading cases QA 1 to QA

3

apply as indicated in

All crossarms of towers shall be designed for a random reduction of the tensile force of one conductor which will create a loading of the crossarm in the dire~tion of the conductors as well as for the failing of one insulator string of a multiple insulator set. Additionally, all crossarms shall be designed for erection and maintenance loads ace. to Clause 8.1.1.3.

Table 8. Loading cases for crossarms and earthwire peaks Tov1er type Suspension tm-1ers Angle suspension tm·le rs and angle tov1ers

Normal loading (QN) ace. to Clause 8.3.1

Loading case

QN l

Loading case

QN 2

Permanent loads, !Permanent loads additional loads

Wind load in di- Wind load on rection of the crossarm, equip-axis of crossarm ment and conduc-on crossarm, equipment and conductors Hith additional load aec. to Clause 8.2.1.3 tors in direc-tion of the axis of crossarm

Loading case

QN 3

Permanent loads

Hind load on cross arm and equipment rec-tangularly to the axis of crossarm

Permanent loads, !Permanent loads !Permanent loads additional loads

Hind load in di- Wind load on Wind load on rection of the crossarm, equip- crossarm and axis of crossarm ment and conduc- equipment rec-on crossarm, tors in direc- tangularly to equipment and tion of the axis the axis of conductors with of crossarm crossarm additional load

ace. to Clause 8.2.1.3

Conductor ten- Conductor ten-sile forces from,ten-sile forces at additional and +5"C and wind Hind load ace.

to Clause 8.2.1.3 load Conductor ten-sile forces at +5"C and wind load

L

Exceptional loading (QA) ace. to Clause 8.3.2

Loading case QA 1

Loading case QA 2 Permanent loads, !Loads ace. to additional loads loading cases

QN 1 to QN 3 or loaqing case Conductor ten-sile forces ace. to Clause 8.3.2.2 QA 1 and failing of one insulator string ace. to Clause 8.3.2.1

Permanent loads, !Loads ace. to additional loads loading cases

QN l to QN 3 or loading case

Condue tor ten-sile forces at angle suspension tO\·Iers ace. to Clause 8.3.2.2 at angle toHers ace. to Clause 8. 3. 2. 3 QA l and fail-ing of one in-sulator string ace. to Clause 8.3.2.1 Loading case QA 3 Permanent loads, erection and maintenance loads ace. to Clause 8 . l . l . 3 Conductor ten-sile forces ace. to Clause 8.3.2.2 Permanent loads, erection and maintenance loads ace. to Clause· 8.1.1.3 Conductor ten-sile forces at angle suspension toHers ace. to Clause 8.3.2.2 at angle toHers ace. to Clause 8. 3. 2. 3 0 H z < 0 [r) 0 1\..) t--' 0

.,

Pl ()q ill 1\..) Vl

Continued from Table 8.

Tower type Normal loading (QN) ace. to Clause 8.3.1

Section towers and angle section towers Loading case QN 1

see angle sus-pension towers and angle towers

I

Loading case QN 2

see angle sus-pension towers and angle towers

/

·I

Loading case ' , QN 3 Permanent loads, additional loads Wind loads on crossarm and equipment in di-rection of the axis of crossarm Higher one-sided conductor ten-s i l e force of one conductor with addi tiona! load at tacking most unfavour-ably and simul-taneously two thirds of the higher one-sided conductor forces of the other conductors with additional load '

Exceptional loading (QA) ~~~. Loading case Loading case

QA 1 QA 2 Loads ace. to ;Loading cases QN 3 and fail-ing of one in-sulator string ace. to Clause 8.3.2.1

-t:.r:; Clause 8.3.2

I

Loading case QA 3 Permanent loads, erection and maintenance loads ace. to Clause 8 .1.1. 3 Conductor ten-sile forces ace. to loading case QN 3 '"U Ill ()q Cll 1\) 0\ 0 H z < 0 trl 0 1\) I-' 0

Continued from Table

8.

Tower type Normal loading (QN) ace. to Clause 8.3.1

Terminal towers Loading case QN 1 Permanent loads, additional loads Wind load in d irec ti on of the axis of crossarm on crossarm, equipment and conductors with additional load ace. to Clause 8.2.1.3 Conductor tensile forces at one side of all con-ductors with additional load and Hind load ace. to Clause 8.2.1.3 Loading case QN 2 Loading case Q!'l 3 Permanent loads, additional loads Wind load on crossarm, equip-ment rectangu-larly to the axis of crossarm

Conductor tensile forces at one side of all con-ductors with additional load

Exceptional loading (QA) ace. to Clause 8.3.2 Loading case QA 1 Loading case QA 2 Loads ace. to loading cases QN 1 or QN 3 and failing of one insulator string ace. to Clause 8.3.2.1 Loading case QA 3 Permanent loads, erection and maintenance 1 oads ace. to Clause 8 . l . l . 3 Conductor ten-sile forces ace. to loading case QN 3 0 r l z < 0 M 0 f\J ... 0 '"U Ill OQ C1> (\) -.J

Page 28 DIN VDE 0210 8.3.2.1 General

Only the tensile force of one conductor at one crossarm needs to be assumed to be reduced. The unbalanced conductor tensile force shall be assumed in such a manner that the most unfavourable loadings are produced in the individual members. Also, only the failing of one insulator string of a multiple insulator set at the same time needs to be assumed, however, at that point of act-ion which produces the most unfavourable loading of each indi-vidual member.

8.3.2.2 Suspension and angle suspension towers

The assumptions acc.to Clause 8.2.2.2, loading case MA 1 apply to the unbalanced tensile forces. A reduction of the conductor ten-sile force on obe side by 65

%

shall be considered for the earth-wire forces.

In addition to the permanent loads the normal or increased addi-tional load ace. to Clause 8.1.1.2 shall be taken into account. 8.3.2.3 Section towers

The <ssumpt~~ns ace. to Clause 8.2.2.3, loading case MA 1, apply to the unbalanced tensile forces. In addition to the permanent loads either the erection and maintenance loads ace. to Clause 8.1.1.3 or the normal or increased additional load ace. to Clause 8.1.1.2 shall be assumed.

8.3.2.4 Section and terminal towers

For these ·towers the erection and maintenance loads or the failing of one insulator string of a multiple insulator set shall be assumed as exceptional loading. For loading case QA 3 the conductor tensile forces of the loading case QN 3 ace. to Clause 8.3.1 shall be taken into account.

8.4.Lattice steel towers 8.4.1 General specifications

Lattice steel towers can be allied to structures predominantly subjected to static loading. The method of analysis ~hall be chosen according to the type of the structure.

The conditions of equilibrium may be adopted on the undeformed system. That means that the determination of the member forces of the individual structural compon~nts may be carried out following the first order theory.

Lattice steel towers form three-dimensional truss structures. Secondary bending stresses shall be considered but they need not be demonstrated separately by calculation.

DIN VDE 0210 Page 29 8.4.2 Analysis, permissible stresses

8.4.2.1 Determination of member forces When determining the forces in the four-legged tower the following used. Special significance must external loads.

members of the tower body of a simplified assumptions may be be given to the application of

Horizontal loads may be separated into the direction of the tower faces and may be distributed equally on the two faces concerned. Each tower face may than be analysed for the proportion of loading assigned to it as a plane truss. In case of leg members the forces resulting from two adjacent tower faces have to be summed up.

If a horizontal load Z results in a torsional moment Md related to the axis of the tower body, the horizontal forces may be determined ace. to Fig. 1. For these horizontal forces, each individual tower face may be treated as a plane truss structure.

"'" - 1 g. jl Aid =

Z (1

+

~)

!ltd

z

H,

=fa+

2

H2 HJ""' Md 2h Aid Z 1-1. = 2 d -

2

1. Horizontal loads acting on the tower body resulting from a torsional moment

When using this approach the ratio alb shall not exceed 1,5. The shape of the tower must be prismatic or correspond to a truncated pyramid. At all crossarm levels and at changes of slope of leg members, horizontal bracings shall be provided and their adequacy shall be proven.

Page 30 DIN VDE 0210 8.4.2.2 Materials

Generally, only the structural steel types St 37-2 and St 52-3 ace. to DIN 17100 shall be used as material for overhead line towers. Other types of structural steel may only be used if their mechanical characteristics, chemical composition and suitability for welding are clearly shown by the manufacturer's quality requirements or factory standards and if that structural steel can be assigned to one of those steel types mentioned in the first sentence of this clause. In all other cases, suitability requires approval, for example in form of an official certi-fication by the civil engineering authorities.

A manufacturer's certificate according to DIN 50049 for the types of steel to be used for welded components is the minimum require-ment. Steel for structural parts of minor importance is excepted.

(For selection of steel qualities see DAST-Instruction 009). 8.4.2.3 Permissible stresses

The permissible stresses for St 37-2 and St 52-3 as well as for the corresponding bolts and rivets are shown in Table 9.

8.4.2.4 Utilization of high-strength bolts

High-st~ength bolts may be used for shearing/bearing joints (S~-joints ace. to DIN 18800 Part.l) having a tolerance between hole and bolt of up to 2 mm. These joints can be designed without prestressing or with prestressing not less than 0,5

*

FV (for FV see Table 9, Note 1). The prestressing force need not to be checked.

Materials, performance and analysis of shearing/bearing joints shall comply with DIN 18800 Part 1/03.81 Clauses 2.3 and 7.2.1. The permis~ible stresses can be taken from Table 9.

When using high-strength bolts for friction grip joints (GV-joints ace. to DIN 18800 Part 1), with or without loadings in direction of the axis of the bolts, the stipulations according to DIN 18800 Part 1 and Part

7

shall be met. The normal loading shall be assigned to loading case H and the exceptional loading to the loading case HZ.

8.4.2.5 Welded joints

For welded joints the stresses according to DIN 18800 Part 1/ 03.81, Table 11, loading case H, are permissible in case of normal loading. In case of exceptional loading 1,375 times these stresses are permissible.

DIN 18800 Part 1 applies to the welded joints. In addition sections. Additionally, the adopted.

analysis and structural design of DIN 18808 applies to tubular CAST-Instruction 009 shall be

8.4.2.6 Rating of tensile loaded members

When evaluating the tensile stress of a member consisting of an angle section which is connected by one rivet or by one bolt

DIN VDE 0210 Page 3l only the cross-section of the connected angle leg reduced by the cross-section of the hole shall be considered. In case of a con-nection with two or more rivets or bolts arranged in one leg of an angle 0,8 times that net cross-section which results by de-duction of the holes from the cross-section shall be considered.

8.4.2.7 Rating of axially loaded compression members

Members of lattice steel towers may be considered as straight axially loaded compression members and shall be rated according to DIN 4114 part 1. For compression loaded leg members of lattice steel towers the eccentricity of the load application may be dis-regarded provided reference is made to the mean centroidal axis. In case of compression bracing members of lattice steel towers consisting of one single angle (for example members between leg members or between chords) being connected by one of the ang-le legs the eccentricity of load application may be disregarded. For single

applies

compression loaded members the following relation

Hhere:

F

0 = (t) • - ::5 °perm

..t

F absolute value of the maximum compression force occurring in the member in

N

A total cross-section of the member

0

permissible compression stress in N/mm2 _{ace. to Table}

₉

perm

for the analysed loadirig case and the material selected.

w

buckling ; coefficient depending slenderness ratio

A.

For

A::

250, DIN 4114 Part 1.

on the material and the

W

can be taken from

The slenderness ratio is not limited for members of lattice steel towers. For

A

> 250

applies. Hhere:

E modulus of elasticity, for steel

0 permissible compression stress perm for St 37-2 for St 52-3

A

slenderness ratio E 0 0 perm _perm = 210000 N/mm2 = = 160 N/mm2 240 N/mm2 For members carried out.

with

A

< 20 a compression analysis need not to be The buckling coefficient W may be taken as 1:

Page 32 DIN VDE 0210

8.4.2.8 Rating of eccentrically loaded compression members

In case of members with uniform cross-section which are syste-matically loaded eccentrically by a compression force F acting along one of the principal axes or which, in addition to a compression force F, are loaded by a bending moment M acting in a principal plane, whether or not it is dependent on F, the virtual extreme fib-re stress acceding to

ttl· F M

o = -A- + 0.9 W :$ Operm

d

shall not exceed the stress

u

for compression and combined bending compression according P!SmTable

9.

Thereb~, it has been assumed that buckling occurs in the plane of the acting moment and that the centre of gravity of the member cross-section has the same or a smaller distance to the extreme tension fibre than to the extreme compression fibre.

The bending moment M and the section modulus Wd shall be related to a principal axis of the total cross-section.

For a cross-section of a member the centre of gravity of which is closer to the extreme compression fibre than to the extreme berdirg tension fibre the following two d~nditions must be

'"

satisfied: (U. F . M o = -A-

+

0.9 W :5 uperm ,•,

.

': "

...

~- ; .

tu·F

300+2.-l M o=.~+. 1000 .·wSuperm ....

'

. ;

~-

' .

'.:.~.

l

.~

...

~---···--~~--'~·1:

..

:.~.

·-where Wd and ·w.z"are· the. ~~-~-tJ~n-mOdp~J ·.of the gross cross-section related to the extreme compression'1ibre and the extreme tension fibre, respectively . . .

i •

·

~

<i;:·

<,>, ''

...

· ·

.. /. · : •·; . '·. ·.

~:·

..

,~

f) .. :, , · "

"~JFL

:_;-:,..

. .

8.4.2.9 Rating of com~6und compressiori members

. ...

·!:.,·

):,~;·>···

;

rr

for compression members

·can~i~ting

or ...

t~-;

.angle sections stan'dard · ·bolt's··-··are-···used. to_ .. _jbiil the stay' plates instead of rivets, -fitted ::bolts or welding, 'the buckling length evaluated a c c or d i n g . to · ~Cl au s e 8 • 4 • 2 . 11 s h a 11 be i n c r e as e d by t h e fa c to r 1. 1

while the :formula .: ·

·-': 1: '

,~·

..

>~ ~~\;: l ~ .

.. .. . ... ... ... ~ .. ~--.. -- -)., = ~

.

' . .

,,

',::: ·:·.\

applies for the slenderness ratio of the sub-member as before. When connecting a compound compression member to a leg member or to a gusset plate the end stay plate may be omitted if the

conne~tion is carried out by welding or by rivets or by fitted

bolts. When connecting with standard bolts the end stay plate may be omitted if the distance to the next stay plate is not more than 0,75 times the theoretical interval between stay plates. When the

complies according

structural design of compound compression members with these requi~ements the members may be calculated to the following rules including also Clause 8.4.3.4.